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ENERGY WATER INFORMATION GOVERNMENT
Town of Mooresville, NC
Water Treatment Plant Intake Modification
Permit Modification Request
NC Division of Water Quality
Mooresville Regional Office
Mr. Rob Krebs
610 East Center Avenue
Mooresville, NC 28115
JUN 1 £
Subject: Modification to Existing Permit .. _ ~ p
DWQ Project No: 04-0960
Dear Mr. Krebs:
The Town of Mooresville would like to request a modification to the design of their raw water intake
structure on Lake Norman, currently in construction as included under the "Finding of No Significant
Impact" dated 3/1/2007 (cover letter attached). The modification is being requested to provide for an
improved overall design, more consistent raw water quality, and reduced impacts to the existing lake. In
general, the permit modification being requested will eliminate the submerged intake design included in
the original design. The new raw water pumping station currently in construction under the approved FNSI
will withdraw water from the existing tower intake structure currently in use.
This work will be constructed by the construction contractor currently constructing the raw water pumping
station under the same Town of Mooresville Contract. A set of revised drawings and specifications for the
change in scope to the existing construction contract has been included for your use in reviewing this
request. We would welcome the opportunity to meet with you to review this modification request should
you see fit.
If you have any questions please feel free to contact me [phone].
Very truly yours,
BLACK &VEATCH
INTERNATIONAL COMP Y
Kent A. Lackey, P. .
Project Manager
Enclosure
Cc (w/encl): John Vest, Mooresville
Tonia Wimberly, Mooresville
Alison Kraft, Mooresvilie
Robert Trivino, B&V
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June 15, 2007
Black & Veatch International Company 8520 Cliff Cameron Drive Suite 210 Charlotte, NC 28269-0019 USA Telephone: [phone] Fax: [phone]

Section 02202
TRENCHING AND BACKFILLING
PART 1 -GENERAL
1-1. SCOPE. This section covers clearing, grubbing, and preparation of the site;
removal and disposal of all debris; excavation and trenching; tunneled
(trenchless construction) crossings; the handling, storage, transportation, and
disposal of all excavated material; all necessary sheeting, shoring, and protection
work; preparation of subgrades; pumping and dewatering as necessary;
protection of adjacent property; backfilling; pipe embedment; surfacing and
grading; and other appurtenant work.
1-2. GENERAL. With reference to the terms and conditions of the construction
standards for excavations set forth in OSHA "Safety and Health Regulations for
Construction", Chapter XVII of Title 29, CFR, Part 1926, Contractor shall employ
a competent person and, when necessary based on the regulations, a registered
professional engineer, to act upon all pertinent matters of the work of this section.
1-3. SUBMITTALS. Drawings, specifications, and data covering the proposed
materials shall be submitted in accordance with the Submittals section.
At least 30 days before starting construction on the sheeting and shoring, the
sheeting and shoring design engineer shall complete and submit to Engineer the
Protection System Design Certificate (Figure 2-02202) and the Contractor shall
use the sheeting and shoring design. A separate certificate shall be submitted for
each unique design. The certificate shall be signed and sealed by the registered
professional engineer that designed the protection system. The professional
engineer shall be licensed or registered in the state where the protection system
is located.
1-3.01. Filter Fabric Data. Complete descriptive and engineering data for the
fabric shall be submitted in accordance with the Submittals section. Data
submitted shall include:
A 12 inch square [300 mm] sample of fabric.
Manufacturer's descriptive product data.
Installation instructions.
1-4. BASIS FOR PAYMENT.
1-4.01. Trench Sheeting. No additional payment above the Contract Price will
be made for trench sheeting left in place.
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(Intake Structure Modifications) -1- Project Rev. Date 6/15/07
(147501 )

1-5. INSURANCE. Professional Liability insurance shall be provided as specified
in the Supplementary Conditions.
PART 2 -PRODUCTS
2-1. MATERIALS.
2-1.01. Filter Fabric. The fabric shall be provided in rolls wrapped with covering
for protection from mud, dirt, dust, and debris.
2-1.01.01. Filter Fabric Type A. Not used.
2-1.01.02. Filter Fabric Type B. Filter fabric Type B shall be provided for
installation at locations indicated on the drawings and as specified herein. Filter
fabric Type B shall be a nonwoven fabric consisting of only continuous chains of
polymeric filaments or yarns of polyester formed into a stable network by needle
punching. The fabric shall be inert to commonly encountered chemicals; shall be
resistant to mildew, rot, ultraviolet light, insects, and rodents; and shall have the
indicated properties:
Property
Fabric Weight
Grab Strength
Grab Elongation
Mullen Burst
Strength
Test Method
ASTM D3776
ASTM D4632
ASTM D4632
ASTM D3786
Unit
oz/yd2 [g/m2]
Ib [N]
percent
psi [MPa]
Minimum
Average Roll
Value
8.0 [270]
215 [955]
50
375 [2.6]
Apparent Opening CW-02215 U.S. Standard 70 [212 jam]
Size Sieve Size
* Minimum average roll value in weakest principal direction.
2-1.02. Polyethylene Film. Polyethylene film beneath concrete slabs or slab
base course material shall be Product Standard PS17, 6 mil [150 mm] minimum
thickness.
2-1.03. Tunnel Liner Plates. Not used.
2-1.04. Smooth Steel Pipe. Not used.
2-1.05. Wood Skids. Not used.
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(147501 )

2-1.06. Casing Insulators. Not used.
2-1.07. Stabilized Sand Backfill. Not used.
2-1.08. End Closure. Not used.
2-1.09. Inundated Sand Fill. Sand fill shall be clean, with not more than
25 percent retained on a No. 4 [4.75 mm] sieve and not more than 7 percent
passing a No. 200 [75 ~tm] sieve, and shall have an effective size between
0.10 and 0.30 mm.
2-1.10. Graded Gravel Fill. Graded gravel for compacted trench backfill shall
conform to the following gradation:
Sieve Size
1 inch [25 mm]
3/4 inch [19 mm]
3/8 inch [9.5 mm]
No. 4 [4.75 mm]
No. 40 [425 dam]
No. 200 [75 gym]
Percent Passing by Weight
100
85 - 100
50 - 80
35 - 60
15-30
5-10
The gravel mixture shall contain no clay lumps or organic matter. The fraction
passing the No. 4 [4.75 mm] sieve shall have a liquid limit not greater than 25
and a plasticity index not greater than 5.
2-1.11. Controlled Low Strength Material (CLSM) Fill. Not used.
2-1.12. Granular Fill. Granular fill material shall be crushed rock or gravel.
Granular fill shall be free from dust, clay, and trash; hard, durable, non-friable;
and shall be graded 3/4 inch to No. 4 [19 to 4.75 mm] as defined in ASTM C33
for No. 67 coarse aggregate. Granular fill shall meet the quality requirements for
ASTM C33 coarse aggregate.
2-2. MATERIALS TESTING.
2-2.01. Preliminary Review of Materials. As stipulated in the Quality Control
section, all tests required for preliminary review of materials shall be made by an
acceptable independent testing laboratory at the expense of Contractor. Two
initial gradation tests shall be made for each type of embedment, fill, backfill, or
other material, and one additional gradation test shall be made for each
additional 500 tons [450 Mg] of each material delivered to the site. In addition,
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one set of initial Atterberg Limits test shall be made for each fill materials
containing more than 20 percent by weight passing the No. 200 sieve [75 :m].
One additional Atterberg Limits test shall be made for each additional 500 tons
[450 Mg] of each material delivered to the site.
All material testing on CLSM shall be made by an independent testing laboratory
at the expense of Contractor.
2-2.02. Field Testing Expense. All moisture-density (Proctor) tests and relative
density tests on the materials, and all in-place field density tests, shall be made
by an independent testing laboratory at the expense of Owner. Contractor shall
provide access to the materials and work area and shall assist the laboratory as
needed in obtaining representative samples.
2-2.03. Required Tests. For planning purposes, the following guidelines shall be
used for frequency of field tests. Additional tests shall be performed as
necessary for job conditions and number of failed tests. Test results shall be
submitted as indicated in the Submittals section.
a. Two moisture density (Proctor) tests in accordance with ASTM D698
(or, when required, ASTM D1557), or two relative density tests in
accordance with ASTM D4253 and D4254 for each type of general
fill, designated fill, backfill, or other material proposed.
b. In-place field density and moisture tests at intervals of 1000 feet
[300 m] maximum along the trench.
c. One in-place field density and moisture test for every 200 cubic yards
[153 m3] of backfill.
d. One in-place density and moisture test whenever there is a suspicion
of a change in the quality of moisture control or effectiveness of
compaction.
e. At least one test for every full shift of compaction operations on mass
earthwork.
f. Additional gradation, Proctor, and relative density tests whenever the
source or quality of material changes.
PART 3 -EXECUTION
3-1. CLEARING. All clearing shall be performed as necessary for access,
stringing of pipeline materials, and construction of the pipeline and appurtenant
structures.
3-2. EXCAVATION. Excavations shall provide adequate working space and
clearances for the work to be performed therein and for installation and removal
of concrete forms. In no case shall excavation faces be undercut for extended
footings.
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Subgrade surfaces shall be clean and free of loose material of any kind when
concrete is placed thereon.
Except where exterior surfaces are specified to be damp-proofed, monolithic
concrete manholes and other concrete structures or parts thereof, which do not
have footings that extend beyond the outside face of exterior walls, may be
placed directly against excavation faces without the use of outer forms, provided
that such faces are stable and also provided that a layer of polyethylene film is
placed between the earth and the concrete.
Excavations for manholes and similar structures constructed of masonry units
shall have such horizontal dimensions that not less than 6 inches [150 mm]
clearance is provided for outside plastering.
3-2.01. Classification of Excavated Materials. No classification of excavated
materials will be made for payment purposes. Excavation and trenching work
shall include the removal and subsequent handling of all materials excavated or
otherwise removed in performance of the work, regardless of the type, character,
composition, or condition thereof.
3-2.02. Preservation of Trees. No trees shall be removed outside excavated or
filled areas, unless their removal is authorized by Owner. Trees left standing
shall be adequately protected from permanent damage by construction
operations.
For limits of tree removal along pipeline routes, see the Temporary Facilities
section under "Protection of Public and Private Property".
3-2.03. Blasting. Blasting or other use of explosives for excavation will not be
permitted.
3-2.04. Dewatering. Dewatering equipment shall be provided to remove and
dispose of all surface water and groundwater entering excavations, trenches, or
other parts of the work. Each excavation shall be kept dry during subgrade
preparation and continually thereafter until the structure to be built, or the pipe to
be installed therein, is completed to the extent that no damage from hydrostatic
pressure, flotation, or other cause will result.
All excavations for concrete structures or trenches which extend down to or
below groundwater shall be dewatered by lowering and keeping the groundwater
level to the minimum depth of 12 inches [300 mm], beneath such excavations.
The specified dewatering depth shall be maintained below the prevailing bottom
of excavation at all times.
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(147501 )

Surface water shall be diverted or otherwise prevented from entering excavations
or trenches to the greatest extent possible without causing damage to adjacent
property.
Contractor shall be responsible for the condition of any pipe or conduit which he
may use for drainage purposes, and all such pipe or conduit shall be left clean
and free of sediment.
Contractor shall obtain from the appropriate agencies and authorities, the
dewatering and stormwater discharge permits required to remove and dispose of
groundwater, surface water, and any other water used in Contractor's operations.
The permits shall be obtained prior to start of construction.
3-2.05. Sheeting and Shoring. Except where banks are cut back on a stable
slope, excavations for structures and trenches shall be supported with steel
sheet piling and shoring as necessary to prevent caving or sliding.
Sheet piling or other excavation support systems shall be installed as necessary
to limit the extent of excavations for deeper structures and to protect adjacent
structures and facilities from damage due to excavation and subsequent
construction. Contractor shall assume complete responsibility for, and shall
install adequate protection systems for prevention of damage to existing facilities.
Sheeting, shoring and excavation support systems shall be designed by a
professional engineer registered in the state where the project is located.
Trench sheeting may be removed if the pipe strength is sufficient to carry trench
loads based on trench width to the back of sheeting. Trench sheeting shall not
be pulled after backfilling. Where trench sheeting is left in place, it shall not be
braced against the pipe, but shall be supported in a manner which will preclude
concentrated loads or horizontal thrusts on the pipe. Cross braces installed
above the pipe to support sheeting may be removed after pipe embedment has
been completed. Trench sheeting shall be removed unless otherwise permitted
by Engineer. Trench sheeting will not be removed, if in the opinion of Engineer,
removal of the sheeting will cause damage to the facility it is protecting. If left in
place, the sheeting shall cut off 12 inches below finished grade. The design of
the support system shall be such as to permit complete removal while
maintaining safety and stability at all times.
3-2.06. Stabilization. Sub-grades for concrete structures and trench bottoms
shall be firm, dense, and thoroughly compacted and consolidated; shall be free
from mud and muck; and shall be sufficiently stable to remain firm and intact
under the feet of the workers.
Sub-grades for concrete structures or trench bottoms which are otherwise solid,
but which become mucky on top due to construction operations, shall be
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reinforced with crushed rock or gravel as specified for granular fills. The
stabilizing material shall be placed in a manner that no voids remain in the
granular fill. All excess granular fill with unfilled void space shall be removed.
The finished elevation of stabilized sub-grades shall not be above sub-grade
elevations indicated on the drawings.
3-3. TRENCH EXCAVATION. No more trench shall be opened in advance of
pipe laying than is necessary to expedite the work. One block or 400 feet
[120 m], whichever is the shorter, shall be the maximum length of open trench on
any line under construction.
Except where tunneling is indicated on the drawings, is specified, or is permitted
by Engineer, all trench excavation shall be open cut from the surface.
3-3.01. Alignment, Grade, and Minimum Cover. The alignment and grade or
elevation of each pipeline shall be fixed and determined from offset stakes.
Vertical and horizontal alignment of pipes, and the maximum joint deflection used
in connection therewith, shall be in conformity with requirements of the section
covering installation of pipe.
Where pipe grades or elevations are not definitely fixed by the contract drawings,
trenches shall be excavated to a depth sufficient to provide a minimum depth of
backfill cover over the top of the pipe of 42 inchesmm over pipes below paved
and graded streets and, of 36 inchesmm over pipes in other locations. Greater
pipe cover depths may be necessary on vertical curves or to provide adequate
clearance beneath existing pipes, conduits, drains, drainage structures, or other
obstructions encountered at normal pipe grades. Measurement of pipe cover
depth shall be made vertically from the outside top of pipe to finished ground or
pavement surface elevation, except where future surtace elevations are indicated
on the drawings.
3-3.02. Maximum Trench Widths. Not used.
3-3.03. Minimum Trench Widths. Except when maximum trench width is
required for certain conduits, trenches shall be excavated to the minimum trench
widths indicated in the following table. Trenches shall be excavated to a width
which will provide adequate working space and sidewall clearances for proper
pipe installation, jointing, and embedment.
Nominal Pipe Size
nimum Trench Width
Clearance
Less than 27 in
[700 mm)
27 in through 60 in
[700 mm through
1,500 mm]
Pipe OD plus 24 in [600 mm]
Pipe OD plus nominal pipe size
12 in [300 mm]
ID/2
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(147501 )

Greater than 60 in Pipe OD plus 70 in [1800 mm] 30 in [750 mm]
[1,500 mmJ
Clearance =Minimum sidewall clearance
OD =Outside diameter (or span) of conduit
ID =Inside diameter (or span) of conduit.
Specified minimum sidewall clearances are not minimum average clearances but
are minimum clear distances which will be required to the trench excavation or
the trench protective system.
Cutting trench banks on slopes to reduce earth load to prevent sliding and caving
shall be used only in areas where the increased trench width will not interfere
with surface features or encroach on right-of-way limits.
3-3.04. Mechanical Excavation. The use of mechanical equipment will not be
permitted in locations where its operation would cause damage to trees,
buildings, culverts, or other existing property, utilities, or structures above or
below ground. In all such locations, hand excavating methods shall be used.
Mechanical equipment used for trench excavation shall be of a type, design, and
construction, and shall be so operated, that the rough trench excavation bottom
elevation can be controlled, and that trench alignment is such that pipe, when
accurately laid to specified alignment, will be centered in the trench with
adequate sidewall clearance. Undercutting the trench sidewall to obtain sidewall
clearance will not be permitted.
In locations where maximum trench widths are required for designated rigid
conduits, mechanical equipment shall be operated so that uniform trench widths
and vertical sidewalls are obtained at least from an elevation 12 inches [300 mm]
above the top of the installed pipe to the bottom of the trench.
3-3.05. Cutting Concrete Surface Construction. Cuts in concrete pavement and
concrete base pavements shall be no larger than necessary to provide adequate
working space for proper installation of pipe and appurtenances. Cutting shall be
started with a concrete saw in a manner which will provide a clean groove at
least 1-1 /2 inches [40 mm] deep along each side of the trench and along the
perimeter of cuts for structures.
Concrete pavement and concrete base pavement over trenches excavated for
pipelines shall be removed so that a shoulder not less than 6 inches [150 mm] in
width at any point is left between the cut edge of the pavement and the top edge
of the trench. Trench width at the bottom shall not be greater than at the top and
no undercutting will be permitted. Pavement cuts shall be made to and between
straight or accurately marked curved lines which, unless otherwise required, shall
be parallel to the center line of the trench.
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(147501 )

Pavement removal for connections to existing lines or structures shall not exceed
the extent necessary for the installation.
Where the trench parallels the length of concrete walks, and the trench location
is all or partially under the walk, the entire walk shall be removed and replaced.
Where the trench crosses drives, walks, curbs, or other surface construction, the
surface construction shall be removed and subsequently replaced between
existing joints or between saw cuts as specified for pavement.
3-3.06. Excavation Below Pipe Sub-Grade. Except where otherwise required,
pipe trenches shall be excavated below the underside of the pipe, as indicated
on Figure 1-02202, to provide for the installation of granular embedment.
Bell holes shall provide adequate clearance for tools and methods used for
installing pipe. No part of any bell or coupling shall be in contact with the trench
bottom, trench walls, or granular embedment when the pipe is jointed.
3-3.07. Artificial Foundations in Trenches. Whenever unsuitable or unstable soil
conditions are encountered, trenches shall be excavated below grade and the
trench bottom shall be brought to grade with suitable material. In such cases,
adjustments will be made in the Contract Price in accordance with the provisions
of the General Conditions.
3-4. PIPE EMBEDMENT. Embedment materials both below and above the
bottom of the pipe, classes of embedment to be used, and placement and
compaction of embedment materials shall conform to the requirements indicated
on Figure 1-02202 and to the following supplementary requirements.
Embedment material shall contain no cinders, clay lumps, or other material which
may cause pipe corrosion.
3-4.01. Embedment Classes.
a. Class A Arch Encasement. When arch encasement is indicated on
the drawings, Class A arch encasement shall be used at all locations
so indicated.
When arch encasement is not indicated on the drawings, Class A
arch encasement is not required unless improper trenching or
unexpected trench conditions require its use as determined by
Engineer.
Concrete and reinforcing steel for Class A arch encasement shall
conform to the requirements of the Cast-in-Place Concrete section.
b. Class B Bedding. Class B bedding shall be used for all steel, ductile
iron, pretensioned concrete and vitrified clay pipelines, and for all
other pipelines not otherwise specified.
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c. Class B Special Beddinq. Class B special bedding shall be used for
HDPE, PVC, ABS, FRP, GRP, and when recommended by the pipe
manufacturer.
d. Class C Beddinq. Class C bedding shall be used for all reinforced
concrete and prestressed concrete pipelines.
3-4.02. Embedment for Ductile Iron, Steel, FRP and PVC Pipelines. Granular
embedment for ductile iron, coal tar coated steel, FRP, and PVC pipelines shall
be pea gravel or crushed rock with rounded or subrounded particles; crushed
rock with sharp edges which could cause significant scratching or abrasion of the
pipe or damage to the polyethylene tube protection shall not be used. Inundated
sand may be used for granular embedment in locations where the use of water
will cause no damage to adjacent property and where it can be placed and
properly compacted without damage to the pipe.
Inundated sand for granular embedment shall be deposited in, or placed
simultaneously with the application of water so that the sand is inundated during
compaction. During placement, the sand shall be compacted with a mechanical
probe type vibrator. Water shall be allowed to escape or shall be removed during
vibration, and no ponding shall be allowed to take place. Inundated sand shall
be compacted to 70 percent relative density as determined by ASTM D4253 and
D4254. If the required density cannot be achieved, placement and compaction
methods shall be altered.
3-4.03. Placement and Compaction. Granular embedment material shall be
spread and the surface graded to provide a uniform and continuous support
beneath the pipe at all points between bell holes or pipe joints. It will be
permissible to slightly disturb the finished subgrade surface by withdrawal of pipe
slings or other lifting tackle.
After each pipe has been graded, aligned, and placed in final position on the
bedding material, and shoved home, sufficient pipe embedment material shall be
deposited and compacted under and around each side of the pipe and back of
the bell or end thereof by shovel slicing or other suitable methods to hold the pipe
in proper position and alignment during subsequent pipe jointing and embedment
operations.
Embedment material shall be deposited and compacted uniformly and
simultaneously on each side of the pipe to prevent lateral displacement.
Class C embedment shall be compacted to the top of the pipe in all areas where
compacted backfill is specified and also around the restrained pipe sections.
Each lift of granular embedment material shall be vibrated with a mechanical
probe type vibrator or shovel sliced during placement to ensure that all spaces
beneath the pipe are filled. Granular embedment shall be placed in maximum lift
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(147501 )

thickness of 6 inches [150 mm] and compacted. Each lift of embedment material
shall be compacted with three passes (round trip) of a platform type vibrating
compactor.
Where indicated on the drawings, migration of soil into the embedment material
shall be prevented with filter fabric Type A or by use of inundated sand
embedment. Filter fabric shall be placed on the trench surfaces so that it
completely surrounds the embedment material. Joints shall be lapped 12 inches
[300 mmJ.
3-4.04. Groundwater Barrier. Continuity of embedment material shall be
interrupted by low permeability groundwater barriers to impede passage of water
through the embedment. Groundwater barriers for sewer lines that contain
manholes with cast-in-place bases shall be compacted soil around each
manhole, extending through any granular material beneath the manhole, and
meeting ASTM D2487 soil classification GC, SC, CL, or ML-CL and shall be
compacted to 95 percent of maximum density at near the optimum moisture
content (ASTM D698). Material may be finely divided, suitable job excavated
material, free from stones, organic matter, and debris.
Groundwater barriers for sewer lines that contain manholes with precast
(developed) bases and for all other pipelines shall be soil plugs of 3 feet [1 m] in
width, extending the full depth and width of granular material, and spaced not
more than 400 feet [120 m] apart. The soil plugs shall be constructed from soil
meeting ASTM D2487 classification GC, SC, CL, or ML, and compacted to
95 percent of maximum density at near the optimum moisture content
(ASTM D698).
3-5. TRENCH BACKFILL. All trench backfill above pipe embedment shall
conform to the following requirements.
A layer of backfill material not more than 8 inches [200 mm] deep may be placed
over concrete arch encasement or concrete reaction blocking after the concrete
has reached its initial set, to aid curing. No additional backfill shall be placed
over arch encasement or blocking until the concrete has been in place for at least
3 days.
3-5.01. Compacted Backfill. Compacted backfill will be required for the full depth
of the trench above the embedment in the following locations:
Where beneath pavements, surfacings, driveways, curbs, gutters, walks,
or other surface construction or structures.
Where in street, road, or highway shoulders.
In established lawn areas.
(Town of Mooresville ) 02202 Print Date 6/15/2007
(Intake Structure Modifications) -11- Project Rev. Date 6/15/07
(147501 )

The top portion of backfill beneath established lawn areas shall be finished with
at least 12 inches [300 mm] of topsoil corresponding to, or better than that which
is underlying adjoining lawn areas.
Trench backfill material shall be suitable job excavated materialgraded gravel
and shall be as specified herein.
3-5.01.01. Job Excavated Material. Job excavated material may be used for
compacted backfill when the job excavated material is finely divided and free
from debris, organic material, cinders, any corrosive material, and stones larger
than 3 inches [75 mm] in greatest dimension. Masses of moist, stiff clay shall not
be used. Job excavated materials shall be placed in uniform layers not
exceeding 8 inches [200 mm] in uncompacted thickness. Each layer of material
shall have the best possible moisture content for satisfactory compaction. The
material in each layer shall be wetted or dried as needed and thoroughly mixed
to ensure uniform moisture content and adequate compaction. Increased layer
thickness may be permitted for noncohesive material if Contractor demonstrates
to the satisfaction of Engineer that the specified compacted density will be
obtained. The method of compaction and the equipment used shall be
appropriate for the material to be compacted and shall not transmit damaging
shocks to the pipe. Job excavated material shall be compacted to 95 percent of
maximum density at a moisture content within 2 percent of the optimum moisture
content, as determined by ASTM D698 when that test is appropriate, or to
70 percent relative density as determined by ASTM D4253 and D4254 when
those tests are appropriate.
3-5.01.02. Inundated Sand. Not used.
3-5.01.03. Graded Gravel. Gravel backfill shall be deposited in uniform layers
not exceeding 12 inches [300 mmJ in uncompacted thickness. The backfill shall
be compacted with a suitable vibratory roller or platform vibrator to at least
70 percent relative density as determined by ASTM D4253 and D4254.
Groundwater barriers specified under pipe embedment shall extend to the top of
the graded gravel backfill.
3-5.02. Ordinary Backfill. Compaction of trench backfill above pipe embedment
in locations other than those specified will not be required except to the extent
necessary to prevent future settlement. Contractor shall be responsible for
backfill settlement as specified.
Ordinary earth backfill material to be placed above embedments shall be free of
brush, roots more than 2 inches [50 mm] in diameter, debris, cinders, and any
corrosive material, but may contain rubble and detritus from rock excavation,
stones, and boulders in certain portions of the trench depth.
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(147501 )

Backfill material above embedments shall be placed by methods which will not
impose excessive concentrated or unbalanced loads, shock, or impact on
installed pipe, and which will not result in displacement of the pipe.
Compact masses of stiff clay or other consolidated material more than 1 cubic
foot [0.03 m3] in volume shall not be permitted to fall more than 5 feet [1.5 m] into
the trench, unless cushioned by at least 2 feet [600 mm] of loose backfill above
pipe embedment.
No trench backfill material containing rocks or rock excavation detritus shall be
placed in the upper 18 inches [450 mm] of the trench, nor shall any stone larger
than 8 inches [200 mm] in its greatest dimension be placed within 3 feet
[900 mm] of the top of pipe. Large stones may be placed in the remainder of the
trench backfill only if well separated and so arranged that no interference with
backfill settlement will result.
3-5.03. Water-Settled Earth Backfill. Settlement or consolidation of trench
backfill using water jetting or ponding shall not be performed.
3-5.04. Structure Backfill. Backfill around manholes and small concrete vaults
shall meet the requirements specified for compacted trench backfill.
3-5.05. Controlled Low Strength Material (CLSM). Not used.
3-6. TUNNEL EXCAVATION. Not used.
3-7. DRAINAGE MAINTENANCE. Trenches across roadways, driveways,
walks, or other trafficways adjacent to drainage ditches or watercourses shall not
be backfilled prior to completion of backfilling the trench on the upstream side of
the trafficway, to prevent impounding water after the pipe has been laid. Bridges
and other temporary structures required to maintain traffic across such unfilled
trenches shall be constructed and maintained by Contractor. Backfilling shall be
done so that water will not accumulate in unfilled or partially filled trenches. All
material deposited in roadway ditches or other watercourses crossed by the line
of trench shall be removed immediately after backfilling is completed, and the
original section, grades, and contours of ditches or watercourses shall be
restored. Surface drainage shall not be obstructed longer than necessary.
3-8. PROTECTION OF TRENCH BACKFILL IN DRAINAGE COURSES. Not
used.
3-9. FINAL GRADING AND PLACEMENT OF TOPSOIL. After other outside
work has been finished, and backfilling and embankments completed and settled,
all areas which are to be graded shall be brought to grade at the indicated
elevations, slopes, and contours. All cuts, fills, embankments, and other areas
which have been disturbed or damaged by construction operations shall be
(Town of Mooresville ) 02202 Print Date 6/15/2007
(Intake Structure Modifications) -13- Project Rev. Date 6/15/07
(147501 )

surfaced with topsoil to a depth of at least 4 inches [100 mm]. Topsoil shall be of
a quality at least equal to the existing topsoil in adjacent areas, free from trash,
stones, and debris, and well suited to support plant growth.
Use of graders or other power equipment will be permitted for final grading and
dressing of slopes, provided the result is uniform and equivalent to manual
methods. All surfaces shall be graded to secure effective drainage. Unless
otherwise indicated, a slope of at least 1 percent shall be provided.
Final grades and surfaces shall be smooth, even, and free from clods and
stones, weeds, brush, and other debris.
3-10. DISPOSAL OF EXCESS EXCAVATED MATERIALS. Disposal of excess
material from trench excavations on plant and major facility construction sites
shall be accomplished as indicated in the Earthwork section of the specifications
for the major construction.
Disposal of excess material from other trench excavation sites shall be as
follows. Except as otherwise permitted, all excess excavated materials shall be
disposed of away from the site.
Broken concrete and other debris resulting from pavement or sidewalk removal,
excavated rock in excess of the amount permitted to be installed in trench
backfill, debris encountered in excavation work, and other similar waste materials
shall be disposed of away from the site.
Excess earth from excavations located in unimproved property may be
distributed directly over the pipe trench and within the pipeline right-of-way to a
maximum depth of 6 inches [150 mm] above the original ground surface
elevation at and across the trench and sloping uniformly each way. Material thus
wasted shall be carefully finished with a drag, blade machine, or other suitable
tool to a smooth, uniform surface without obstructing drainage at any point.
Wasting of excess excavated material in the above manner will not be permitted
where the line of trench crosses or is within a railroad, public road, or highway
right-of-way. The disposal of waste and excess excavated materials, including
hauling, handling, grading, and surfacing, shall be a subsidiary obligation of
Contractor and no separate payment will be made therefore.
3-11. RESODDING. All established lawn areas cut by the line of trench or
damaged during the work shall be re-sodded, after completion of construction, to
the complete satisfaction of the property owner and Owner. All sod used shall be
the same type as removed or damaged, shall be best quality, and, when placed,
shall be live fresh growing grass with at least 1-1 /2 inches [40 mm] of soil
adhering to the roots.
(Town of Mooresville ) 02202 Print Date 6/15/2007
(Intake Structure Modifications) -14- Project Rev. Date 6/15/07
(147501 )

All sod shall be procured from areas where soil is fertile and contains a high
percentage of loamy topsoil and from areas that have been grazed or mowed
sufficiently to form a dense turf.
Sod shall be transplanted within 24 hours from the time it is harvested, unless
stacked at its destination in a suitable manner. All sod in stacks shall be kept
moist and protected from exposure to the sun and from freezing. In no event
shall more than 1 week elapse between cutting and planting.
Before placing sod, all shaping and dressing of the areas shall have been
completed. After shaping and dressing, commercial fertilizer of a type
acceptable to Owner shall be applied uniformly in the manner and amounts
recommended by the manufacturer, and harrowed lightly. Sodding shall follow
immediately.
All sodding shall be done during the period from March 15 to October 1, unless
written permission is given by Owner to extend the planting season.
3-12. SETTLEMENT. Contractor shall be responsible for all settlement of trench
backfill which may occur within the correction period stipulated in the General
Conditions.
Contractor shall make, or cause to be made, all repairs or replacements made
necessary by settlement within 30 days after notice from Engineer or Owner.
End of Section
(Town of Mooresville ) 02202 Print Date 6/15/2007
(Intake Structure Modifications) -15- Project Rev. Date 6/15/07
(147501 )

E REINFORCING STEEL
NOTES:
_~~ ,
o ., WHEN REQUIRED - ~ E
Z
Y
U ~ 2 ~ O
~
1 /
C
I
a' ¢ ~ m ~
'~' o
~ ~ ~- ec
+ 8'
` 1 . GRANULAR EMBEDMENT MATERIAL SHALL BE
~' m _
?
'~ `O ~ z 200mm MIN - ~
i__ - v ~
;, ;i
'
~ CRUSHED ROCK OR PEA GRAVEL COARSE
AGGREGATE SIZE NUMBER 7 (13 TO 4.75)
! --
/ ASTM C33. EMBEDMENT MATERIAL SHALL BE
ti -~-- ---_ - "~-.--- ~.-~-~ ~ --~ PLACED IN LAYERS NOT MORE THAN 6" (150mm)
wi ~ p~~ i DEEP AND COMPACTED AS SPECIFIED.
o ~ ENCASEMENT 2. HAND PLACED EMBEDMENT SHALL BE FINELY
m~ ____
MAY BE DIVIDED MATERIAL FREE FROM DEBRIS AND
w PLACED TO STONES.
~~ FULL
~- TRENCH 3. COMPACTED EMBEDMENT SHALL BE FINELY
DIVIDED JOB EXCAVATED MATERIAL FREE
CLASS A WIDTH FROM DEBRIS, ORGANIC MATERIAL, AND
~ STONES, PLACED IN UNIFORM LAYERS NOT
ARCH ENCASEMENT
MORE THAN B" THICK
AND COMPACTED TO
,
95~ MAXIMUM DENSITY AS DETERMINED BY
'~
-i E
o ~
ASTM D698; INUNDATED SAND; OR GRADED
3~ GRAVEL. GRANULAR EMBEDMENT MAY BE
w
~ U
m ~
~ ` z ~
~~`O ~ 2 SUBSTITUTED FOR ALL OR PART OF THE
COMPACTED EMBEDMENT.
~- i 4. EMBEDMENT ABOVE THE TOP OF THE PIPE
_ ____ / SHALL BE AN UNCOMPACTED LAYER FOR ALL
'- ~ ~ ~' ~ INSTALLATIONS.
~:~, i E 5. REFER TO SPECIFICATIONS FOR GEOTECHNICAL
ow _ ~ FABRIC OR SPECIAL EMBEDMENT REQUIREMENTS
m FOR TRENCHES IN FINE SOILS EXTENDING

W ~ ?
~~--- - ----- - co ~

6. BELOW GROUNDWATER LEVEL.

TRENCH OUTLINES DO NOT INDICATE ACTUAL
TRENCH EXCAVATION SHAPE, SOIL CONDITIONS,
OR PRESENCE OF SHEETING LEFT IN PLACE.
CLASS B CLASS B SPECIAL EMBEDMENT MATERIAL SHALL EXTEND THE FULL

WIDTH OF THE ACTUAL TRENCH EXCAVATION.
~ WHERE PIPING IS RESTRAINED, 7. FOR RESTRAINED JOINT PIPE LENGTH WITH
z ~ o v PROVIDE COMPACTED EMBEDMENT CLASS C EMBEDMENT THE BACKFILL ABOVE THE
2 Y 2 ^ w FOR RESTRAINED JOINT LENGTH -~ GRANULAR EMBEDMENT AND BELOW THE TOP OF

~
m i ~ ~ S z THE PIPE SHALL BE COMPACTED EMBEDMENT.

/ / / / / / / /
2 / / ,~ / /
~
U
w° / ~ ~ LEGEND

w ~o ec OUTSIDE DIAMETER OF PIPE
--- - - - _ H COVER ABOVE TOP OF PIPE
D
~ NOMINAL PIPE SIZE
EMBEDMENT BELOW PIPE (SEE TABLE)

CLASS C
i
TABLE OF EMBEDMENT ~ / /
HAND PLACED EMBEDMENT
DEPTHS BELOW PIPE

;;;;; COMPACTED EMBEDMENT
8 a
D MIN SOIL 'MIN ROCK
-- --~---- --~ --T ~ GRANULAR EMBEDMENT
i n ', mm i n ' mm
27'(675 mm) & SMALLER 3 75 ! 6 150
~ ~ CONCRETE
30"(750 mm) TO 60"(1500 mm) 4
' 100 9 ~, 225
66"(1 650 mm) & LARGER ! 6 ! 150 12 300

* OR GRANULAR EMBEDMENT
EMBEDMENTS FOR CONDUITS
BLACK &VEATCH FIG 1-02202
flCV. 2 ~ 9122/06

PROTECTIVE SYSTEM
DESIGN CERTIFICATE
I undersigned engineer, hereby certify that the protection system for
(trench location) has been designed by me and
is in compliance with the Contract Documents.
Name:
Signature:
State of Registration:
P.E. Number
Date:
(Seal)
FIGURE 2-02202
06/15/2007

Section 15180
VALVE AND GATE ACTUATORS
PART 1 -GENERAL
1-1. SCOPE. This section covers furnishing manual and powered valves and
gate actuators and accessories as specified herein.
1-2. GENERAL. Equipment provided under this section shall be fabricated and
assembled in full conformity with drawings, specifications, engineering data,
instructions, and recommendations of the equipment manufacturer, unless
exceptions are noted by Engineer.
Actuators shall be furnished with all necessary parts and accessories indicated
on the drawings, specified, or otherwise required for a complete, properly
operating installation and shall be the latest standard products of a manufacturer
regularly engaged in the production of actuators.
1-2.01. General Equipment Stipulations. The General Equipment Stipulations
shall apply to all equipment furnished under this section. If requirements in this
specification differ from those in the General Equipment Stipulations, the
requirements specified herein shall take precedence.
1-2.02. Governing Standards. Except as modified or supplemented herein, all
powered actuators shall conform to applicable requirements of
ANSI/AWWA C540.
Except as modified or supplemented herein, all manual and cylinder actuators for
butterfly and eccentric plug valves shall conform to the applicable requirements
of ANSI/AWWA C504.
Except as modified or supplemented herein, all manual actuators for ball valves
shall conform to the applicable requirements of ANSI/AWWA C507.
Except as modified or supplemented herein, all manual actuators for sluice and
slide gates shall conform to the applicable requirements of ANSI/AWWA C560.
1-2.03. Power Supply. Not used.
1-2.04. Markin .Each actuator shall be marked with the manufacturer's name,
model number, and the country of origin. An identifying serial number shall be
stamped on acorrosion-resistant plate attached to the actuator.
(Town of Mooresville ) 15180 Print Date 6/15/2007
(Intake Structure Modifications) -1- Project Rev. Date 6/15/2007
(147507 )

1-2.05. Temporary Number Plates. Each actuator shall be factory tagged or
marked to identify the actuator and the applicable valve or gate by number or
service as indicated in the valve or gate schedule.
1-3. SUBMITTALS. Complete drawings, details, and specifications covering the
actuators and their appurtenances shall be submitted in accordance with the
Submittals section. Submittal drawings shall clearly indicate the country of origin
of each actuator and its components.
The drawings shall include separate wiring diagrams for each electrically
operated or controlled actuator and the electrical control equipment. Each
actuator drawing shall be identified with the respective valve number or name.
For electric or cylinder actuators, certified copies of reports covering
proof-of-design testing of the actuators as set forth in Section 5 of
ANSI/AWWA C540, together with an affidavit of compliance as indicated in
Section 6.3 of ANSI/AWWA C540, shall be submitted to Engineer before the
actuators are shipped.
1-4. DELIVERY STORAGE AND HANDLING. Shipping shall be in accordance
with the Shipping section. Handling and storage shall be in accordance with the
Handling and Storage section.
PART 2 -PRODUCTS
2-1. PERFORMANCE AND DESIGN REQUIREMENTS.
2-1.01. General. Actuators and appurtenances shall be designed for the
conditions and requirements as indicated in the respective valve and gate
sections.
Liberal factors of safety shall be used throughout the design, especially in the
design of parts subject to intermittent or alternating stresses. In general, working
stresses shall not exceed one-third of the yield point or one-fifth of the ultimate
strength of each material.
2-1.02. Valve Actuators. Each actuator shall be designed to open or close the
valve under all operating conditions. Actuators shall be designed for the
maximum pressure differential across the valve and maximum velocities through
the valve where indicated in the respective valve schedules.
Valve actuators shall be provided and adjusted by the valve manufacturer.
Actuator mounting arrangements and positions shall facilitate operation and
maintenance and shall be determined by the valve manufacturer unless indicated
otherwise on the drawings or directed by Engineer.
(Town of Mooresville ) 15180 Print Date 6/15/2007
(Intake Structure Modifications) -2- Project Rev. Date 6/15/2007
(147507 )

When valves are to be buried, submerged, or installed in vaults, the actuators
and accessories shall be sealed to prevent the entrance of water. The design
water depth shall be as indicated in the respective valve schedules but not less
than 20 feet [6.1 mJ.
2-1.03. Gate Actuators. Not Used
2-1.04. Limit Switches. Not Used
2-2. MATERIALS. Except as modified or supplemented herein, materials used
in the manufacture of actuators shall conform to the requirements of
ANSI/AWWA C504 and C540.
2-3. VALVE MANUAL ACTUATORS.
2-3.01. General. Manual actuators of the types listed in the valve specifications
or schedules shall be provided by the valve manufacturer.
Unless otherwise indicated or specified, each geared manual actuator shall be
equipped with an operating handwheel.
The direction of rotation of the wheel, wrench nut, or lever to open the valve shall
be to the left (counterclockwise). Each valve body or actuator shall have cast
thereon the word "Open" and an arrow indicating the direction to open.
The housing of traveling-nut type actuators shall befitted with a removable cover
which shall permit inspection and maintenance of the operating mechanism
without removing the actuator from the valve. Travel limiting devices shall be
provided inside the actuator for the open and closed positions. Travel limiting
stop nuts or collars installed on the reach rod of traveling-nut type operating
mechanisms shall be field adjustable and shall be locked in position by means of
a removable roll pin, cotter pin, or other positive locking device. The use of stop
nuts or adjustable shaft collars which rely on clamping force or setscrews to
prevent rotation of the nut or collar on the reach rod will not be acceptable.
Each actuator shall be designed so that shaft seal leakage cannot enter the
actuator housing.
Valves for throttling service shall be equipped with an infinitely variable locking
device or a totally enclosed gear actuator.
Actuators shall produce the required torque with a maximum pull of 80 Ibs
[356 N] on the lever, handwheel, or chain. Actuator components shall withstand,
without damage, a pull of 200 Ibs [890 N] on the handwheel or chainwheel or an
input of 300 foot-Ibs [407 JJ on the operating nut.
(Town of Mooresville ) 15180
(Intake Structure Modifications) -3-
(147507 )
Print Date 6/15/2007
Project Rev. Date 6/15/2007

2-3.02. Handwheels. Handwheel diameters shall be at least 8 inches [200 mm]
but not more than 24 inches [600 mm] for 30 inch [750 mm] and smaller valves
and not more than 30 inches [750 mm] for 36 inch [900 mm] and larger valves.
2-3.03. Chainwheels. Not Used
2-3.04. Levers. Not Used
2-3.05. Chain Levers. Not Used
2-3.06. Wrench Nuts. Not Used
2-3.07. Operating Stands. Not Used
2-3.08. Wall Brackets. Not Used
2-4. GATE MANUAL ACTUATORS. Not used.
2-5. PROGRAMMABLE ELECTRIC ACTUATORS. Not used.
2-6. STANDARD ELECTRIC ACTUATORS. Not used.
2-7. HYDRAULIC CYLINDER ACTUATORS. Not used.
2-8. AIR CYLINDER ACTUATORS. Not used.
2-9. AIR-OIL CYLINDER ACTUATORS. Not used.
2-10. PORTABLE ELECTRIC ACTUATORS. Not used.
2-11. PORTABLE HYDRAULIC ACTUATORS. Not used.
2-12. ACTUATOR ACCESSORIES.
2-12.01. Extension Stems. Extension stems and stem guides shall be furnished
when indicated in the respective valve schedules, indicated on the drawings, or
otherwise required for proper valve operation. Extension stems shall be of solid
steel and shall be not smaller in diameter than the stem of the actuator shaft.
Extension stems shall be connected to the actuator with a single Lovejoy
"Type D" universal joint with grease-filled protective boot. All stem connections
shall be pinned.
At least two stem guides shall be furnished with each extension stem, except for
buried valves. Stem guides shall be of cast iron, bronze bushed, and adjustable
in two directions. Stem guide spacing shall not exceed 100 times the stem
diameter or 10 feet [3 m], whichever is smaller. The top stem guide shall be
(Town of Mooresville ) 15180 Print Date 6/15/2007
(Intake Structure Modifications) -4- Project Rev. Date 6/15/2007
(147507 )

designed to carry the weight of the extension stem. The extension stem shall be
provided with a collar pinned to the stem and bearing against the stem thrust
guide.
Extension stems for chemical resistant butterfly valves located in drainage sumps
shall be the two-piece type with stainless steel stem, PVC housing, wall support,
and collar. Unless otherwise indicated on the drawings, the length of the stem
extension shall be as necessary to position the valve operator 12 inches above
the maximum liquid level in the immediate area.
Extension stems for buried valve actuators shall extend to within 6 inches
[150 mm] of the ground surface, shall be centered in the valve box using
spacers, and shall be equipped with a wrench nut.
Extension stems for buried valve actuators shall be provided with position
indicators as specified in the valve schedules.
2-12.02. Position Indicators. Unless otherwise specified, each valve actuator
shall be provided with a position indicator to display the position of the plug or
disc relative to the body seat opening.
For quarter turn plug, ball, or cone type valves installed in interior locations, the
indicating pointer shall be mounted on the outer end of the valve operating shaft
extension and shall operate over an indicating scale on the operating mechanism
cover. Where the shaft passes through the cover, a suitable stuffing box or other
seal shall be provided to prevent the entrance of water.
Each actuator for butterfly valves, except where located in manholes, buried, or
submerged, shall have a valve disc position indicator mounted on the end of the
valve shaft. A disc position indicator shall also be provided on each operating
stand or the actuator mounted thereon.
2-12.02.01. Position Indicators for Buried Actuators. Not used.
2-12.03. Floor Boxes. Not Used
2-12.04. Torque Tubes. Torque tube shall utilize pipe rather than solid shafting
between the valve input shaft and the output shaft of the valve floorstand
operator. An adjustment of 2 inches [50 mm] shall be provided in the torque tube
installation. Torque tube shall be coated with the same material as the
submerged valve.
2-12.05. Valve Boxes. Not used.
2-13. SHOP PAINTING. All ferrous metal surfaces, except bearing and finished
surfaces and stainless steel components of valve actuators and accessories,
(Town of Mooresville ) 15180 Print Date 6/15/2007
(Intake Structure Modifications) -5- Project Rev. Date 6/15/2007
(147507 )

shall be shop painted for corrosion protection. The valve manufacturer's
standard coating will be acceptable, provided it is functionally equivalent to the
specified coating and is compatible with the specified field painting.
The following surfaces shall be painted:
Polished or Machined Surfaces
Other Surfaces
Actuators and Accessories
Rust-preventive compound.
Epoxy enamel.
Universal primer.
PART 3 -EXECUTION
3-1. INSTALLATION. Actuators will be installed on the valves in accordance
with the Valve Installation section and gates in accordance with the Gate
Installation section.
End of Section
(Town of Mooresville ) 15180 Print Date 6/15/2007
(Intake Structure Modifications) -6- Project Rev. Date 6/15/2007
(147507 )